Abstract The performance assessment of four highway bridges damaged in the 2016 Kaikoura Earthquake is presented and methods adopted to repair the damage are outlined. The oldest of the four bridges was designed in 1969–70 and the newest in 2004. Although earthquake design procedures have advanced over this period, the design earthquake loadings for all four bridges were based on acceleration response spectra and the bridges detailed to have ductile failure modes in pier columns with circular sections. Levels of damage in the plastic hinges were predicted by undertaking back-analysis using static and dynamic analyses based on the ground motions recorded at strong-motion recording stations located within 1.5–7 km of the bridge sites. The response displacement of one of the bridges was considerably greater than its damage control limit state displacement. This explained the severe damage observed in the plastic hinges of this bridge. Significant plastic straining occurred in the plastic hinge reinforcement on two of the other bridges and the remaining low-cycle fatigue capacity of the column reinforcement was estimated using non-linear time history analyses. Column strengthening was required on one of these bridges and repairs without strengthening were found to be satisfactory on the other bridge.

中文翻译：

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现代公路桥梁在2016年凯库拉地震中的表现

摘要 对 2016 年凯库拉地震中受损的 4 座公路桥梁进行了性能评估，并概述了修复受损的方法。四座桥梁中最古老的设计于 1969-70 年，最新的设计于 2004 年。尽管在此期间地震设计程序有所进步，但所有四座桥梁的设计地震荷载均基于加速度响应谱，并且详细说明桥梁具有延性破坏具有圆形截面的墩柱中的模式。塑性铰的损坏程度是通过使用静态和动态分析进行反向分析来预测的，该分析基于在距离桥梁站点 1.5-7 公里范围内的强震记录站记录的地面运动。其中一座桥梁的响应位移远大于其损伤控制极限状态位移。这解释了在这座桥的塑料铰链中观察到的严重损坏。其他两座桥梁的塑性铰钢筋发生显着塑性应变，柱钢筋的剩余低周疲劳能力是使用非线性时程分析估算的。其中一座桥需要进行柱子加固，而另一座桥则无需加固即可进行维修。其他两座桥梁的塑性铰钢筋发生显着塑性应变，柱钢筋的剩余低周疲劳能力是使用非线性时程分析估算的。其中一座桥需要进行柱子加固，而另一座桥则无需加固即可进行维修。其他两座桥梁的塑性铰钢筋发生显着塑性应变，柱钢筋的剩余低周疲劳能力是使用非线性时程分析估算的。其中一座桥需要进行柱子加固，而另一座桥则无需加固即可进行维修。